Formulario de Vigas

ITEM F= a= b= L= E=1 80 3 4 7 2173706.512 80 3 4 7 1984313.483 80 3 4 7 2509980.079602234 80 3 4 7 2806243.040080465 80 3 4 7 2371708.256 80 3 4 7

|

ITEM F= a= b= L= E=1 50 2.025 2.025 4.05 2173706.51192842

ITEM F= a= b= L= E=1 10 2 2 6 2173706.511928426

|

ITEM F= a= b= L= E=1 40 1.8 0 7.2 21000000

2 25 1.3 . 5.2 A5143 30 2.1 8.4 2104 15 1.75 7 2509980.079602235 35 2.4 9.6 A366 50 2.2 8.8 A514

50 2.5 10 41000040 3 12 410000

SECCION ITEM q= L= E= ANCHO= ALTO=

1 2.54 4.05 2173706.51193 0.3 0.11.7675 6.5 2173706.51193 0.35 0.65

ITEM q= a= b= L= E=1 50 6 3 9 2802 25 5 2 7 4100003 30 4.5 2.5 7 EUCALIPTO4 40 3 2 5 2173706.511928425 20 1 4 5 VIDRIO6 35 4 2 6 280

55 4 1 5 A36

ITEM q= c= L= E=1 50 2 9 2173706.5119284223456

a y b > cITEM q= a= b= c= L=

1 50 4 5 2 923456

ITEM q= L= E=1 50 9 2173706.5119284223456

ITEM q= L= E=1 50 9 2173706.5119284223456

ITEM F= a= b= L= E=1 50 5 4 9 2173706.51192842234

56

ITEM F= L= E=1 50 9 2173706.5119284223456

ITEM F= a= b= L= E=1 50 2.5 4 9 2000000

23456

ITEM F= a= b= L= E=1 10 4 5 9 2173706.511928421 2 3 5 8 21000003456

ITEM F= L= E=1 50 9 2173706.5119284223456

ITEM q= L= E=1 50 9 2173706.5119284223456

ITEM q= a= b= L= E=1 50 5 4 9 200000023456

ITEM q= L= E=1 50 9 200000023456

ITEM q= a= b= L= E=1 50 5 4 9 200000023456

ESTE TIPO DE VIGA SE LA ANALIZA COMO :EMPOTRADA PARA CALCULAR LAS REACCIONES Y EL MOMENTO MAXIMO

VIGA SIMPLEMENTE APOYADA PARA ENCONTRAR LOS DEMAS DATOS

|

ITEM F= a= b= L= E=1 500 0 0 9 2173706.5119284223456

ITEM q= L= E=1 5.36 7 2173706.5119284223456

SECCION ANCHO= ALTO= I= M=

0.35 0.7 0.0100042 137.1428571 45.71 34.290.5 0.9 0.0303750 137.1428571 45.71 34.29

0.35 0.7 0.0100042 137.1428571 45.71 34.290.35 0.7 0.0100042 137.1428571 45.71 34.290.35 0.7 0.0100042 137.1428571 45.71 34.29

SECCION

el momento de inercia tambien lo obtenemos de un programa de pc

RA= RB=


ANCHO= ALTO= I= M=0.4 0.8 0.017067 50.625 25.00 25.00


0.3 0.6 0.005400 20 10.00 10.00


0.18 0.36 0.000700 144 60.00 60.00

RA= RB=


RA= RB=


RA= RB=

0.5 0.9 0.030375 65 37.50 37.500.5 0.9 0.030375 126 45.00 45.00

0.35 0.7 0.010004 52.5 22.50 22.500.5 0.9 0.030375 168 52.50 52.500.5 0.9 0.030375 220 75.00 75.00

0.45 0.9 0.027338 250 75.00 75.00240 60.00 60.00

I= M= xB= flecha=0.000025 5.2077938 5.14 5.14 2.02500 0.1637390.008010 9.3346094 5.74 5.74 3.25000 0.002360

SECCION


RA= RB=


ANCHO= ALTO= I= M=0.6 1 0.050000 400 200.00 100.000.7 1.4 0.160067 129.14540816 80.36 44.640.6 1 0.050000 139.86447704 91.61 43.39

0.25 0.5 0.002604 88.2 84.00 36.000.6 1 0.050000 8.1 18.00 2.000.6 1 0.050000 124.44444444 93.33 46.67


0.6 1 0.050000 350 100.00 100.00

RA= RB=


RA= RB=

SECCION E= ANCHO= ALTO= I= M=

2173706.512 0.6 1 0.050000 345.679 111.11


0.6 1 0.050000 337.5 112.50 112.50


RA=


RA= RB=


0.6 1 0.050000 259.808 75.00 150.00


0.5 0.8 0.021333 80.247 31.14 18.86


RA= RB=


RA= RB=


0.6 1 0.050000 84.375 34.38 15.63


0.5 0.8 0.021333 135.417 65.05 34.95


RA= RB=


RA= RB=

SECCION ANCHO= ALTO= I= M= flecha=

0.6 1 0.050000 40.000 10.00 0.00560.5 0.8 2800000.000000 6.000 2.00 0.00

SECCION


RA=


ANCHO= ALTO= I= M= flecha=0.6 1 0.050000 450.000 50.00 0.1118

50


0.6 1 0.050000 2025.000 450.00 0.37729

RA=


RA=



0.5 0.8 0.021333 625.000 250.00 0.19


0.5 0.8 0.021333 675.000 225.00 0.26


RA=


RA=


0.5 0.8 0.021333 208.333 125 0.049

13.824773416

ESTE TIPO DE VIGA SE LA ANALIZA COMO :EMPOTRADA PARA CALCULAR LAS REACCIONES Y EL MOMENTO MAXIMO

VIGA SIMPLEMENTE APOYADA PARA ENCONTRAR LOS DEMAS DATOS


0.6 1 0.050000 562.5 250.00 250.00


RA=


RA= RB=



0.25 0.5 0.002604 21.89 18.76 0.00592


RA=

SI ab xB= flecha= xA= flecha= A= (rad)

3.65148 0.025587 3.31662 0.002473987 0.011563.65148 0.009232 3.31662 0.000892591 0.004173.65148 0.022159 3.31662 0.002142536 0.010013.65148 0.019820 3.31662 0.001916342 0.008963.65148 0.023451 3.31662 0.002267447 0.01060

xB= flecha= A= (rad) 0.07916497662.02500 0.001865 0.0013816895

0.0163287118

xB= flecha= xA= flecha= A= (rad)3.00000 0.006531 3.00000 0.0065314847 0.00341


2.60000 #VALUE! 2.60000 #VALUE! #VALUE!4.20000 137.925926 4.20000 137.92592593 51.851853.50000 0.010138 3.50000 0.0101380998 0.004574.80000 #VALUE! 4.80000 #VALUE! #VALUE!4.40000 #VALUE! 4.40000 #VALUE! #VALUE!5.00000 0.220724 5.00000 0.2207240865 0.069706.00000 6.00000

170690 21336.25101.97172528

13130

217531.6069

xA= flecha= A= (rad) B= (rad)2.02500 0.1637388268 0.12937 0.129373.25000 0.002359521 0.00116 0.00116

SI a0.4531L

xB= flecha= xB= flecha= A= (rad)4.58258 ok 4.89898 199.08729643 85.714293.48807 ok 3.87298 0.0083622125 0.004593.59977 ok 3.77492 #VALUE! #VALUE!2.61406 ok 2.64575 0.0335269843 0.025972.85774 #VALUE! 1.73205 ok #VALUE!3.05505 ok 3.26599 27.52812 17.77778

xB= flecha= xB= flecha= A= (rad)4.50 0.02549 4.50 0.02549 0.00870

xB= flecha= xB= flecha=88.89

0.0085554046



RB=

xA= flecha= A= (rad) B= (rad)4.67 0.01969 0.00652 0.00745

flecha=

34.2856

34.285643043

15.584383201

0.0056432028

A= (rad)0.000740.00000

729

A= (rad)0.01863 0.2847700745

A= (rad)0.05590 0.025

A= (rad)0.02441

A= (rad)0.0356

208.33333333A= (rad)

0.0061

21.5052030913

xB= flecha= A= (rad)4.50000 0.069869 0.0232897

A= (rad)

B= (rad)0.010510.003790.009100.008140.00963

B= (rad)0.00341

4.56.75

B= (rad)0.02205

#VALUE!51.851850.00457#VALUE!#VALUE!0.06970

0.4531L

B= (rad)75.000000.00414#VALUE!0.02173#VALUE!15.55556

33.5269843

6.28318531 3600.0087 0.49847328

B= (rad)0.00870

A= (rad)B= (rad)0.00886 0.00831

B= (rad)0.0086

1883878.98 MODULOS DE ELASTICIDAD DE DIFERENTES MATERIALES Tn/m Kg/m

ACEROA36 2100000 21000000 21000000000

A514 2039432 20394320 20394320000A615Gr60 2038901.9 20389019 20389019000AISI 4140 9381 93810 93810000

110 157321.32723 1573213.2723 1573213272175 198431.34833 1984313.4833 1984313483210 217370.65119 2173706.5119 2173706512280 250998.00796 2509980.0796 2509980080245 234787.13764 2347871.3764 2347871376250 237170.82451 2371708.2451 2371708245350 280624.30401 2806243.0401 2806243040

MADERA

EUCALIPTO 100000 1000000 1000000000PINO OREGON 41000 410000 410000000ROBLE 125000 1250000 1250000000CIPRES 48000 480000 480000000RARO 725000 7250000 7250000000

CRISTAL VIDRIO 700000 7000000 7000000000

OTROS

Material-01 4078.865 40788.65 40788650Material-02 5608.439 56084.39 56084390albaileria 20000 200000 200000000Material-04 0 0Material-05 0 0Material-06 0 0Material-07 0 0Material-08 0 0Material-09 0 0Material-10 8436.8324798 84368.324798 84368324.798

Kg/cm

CONCRETO ARMADO

MODULOS DE ELASTICIDAD DE DIFERENTES MATERIALES kilopascal Mpa pascal lbs/pie lbs/pulg (Psi)

205939650 205939.7 205939650000 4301138100 29869014.0199999958.228 200000.0 199999958228 4177085085 29007534.7

199947973.1764 199948.0 199947973176 4175999354 28999995.0919961.8365 920.0 919961836.5 19213798.341 133429.2

15427951.93636 15428.0 15427951936 322219406.89 2237634.719459467.82099 19459.5 19459467821 406419348.83 2822356.521316778.9652 21316.8 21316778965 445210090.32 3091736.7

24614496.14763 24614.5 24614496148 514084331 3570030.023024752.83313 23024.8 23024752833 480881858.61 3339457.323258512.66207 23258.5 23258512662 485764033.1 3373361.327519843.30901 27519.8 27519843309 574763755.12 3991414.9

9806650 9806.7 9806650000 204816100 1422334.04020726.5 4020.7 4020726500 83974601 583156.9

12258312.5 12258.3 12258312500 256020125 1777917.54707192 4707.2 4707192000 98311728 682720.3

71098212.5 71098.2 71098212500 1484916725 10311921.568646550 68646.6 68646550000 1433712700 9956338.0

400000.0145225 400.0 400000014.52 8354172.2173 58015.1549999.9831935 550.0 549999983.19 11486986.031 79770.7

1961330 1961.3 1961330000 40963220 284466.80 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.0

827370.6323823 827.4 827370632.38 17279991.249 119999.9

20000

MODULOS DE ELASTICIDAD DE DIFERENTES MATERIALES Fy Fu POISSONStn/pie Tn/pulg Ksi tn/m2 tn/m42150570.1 14934.5112 29869.03 25200.00 33600.00 0.30

2088543.562 14503.7714503 29007.55 0.302088000.6967 14500.00155298 29000.01 0.309606.903861 66.714595032 133.43 0.30

161109.78211 1118.817677833 2237.64 0.30203209.77363 1411.17866384 2822.36222605.15384 1545.86877371 3091.74 0.15 a 0.2257042.29099 1785.015505267 3570.03240441.0467 1669.729112697 3339.46

242882.13514 1686.681111903 3373.36287382.01787 1995.708005334 3991.42

102408.1 711.1672 1422.33 0.3041987.321 291.578552 583.16 0.30

128010.125 888.959 1777.92 0.3049155.888 341.360256 682.72 0.30

742458.725 5155.9622 10311.93 0.30716856.7 4978.1704 9956.34

4177.0881481 29.0075500123 58.025743.4958196 39.8853786 79.77

20481.62 142.23344 284.466950 0.2500000 0 0.0000000 0 0.0000000 0 0.0000000 0 0.0000000 0 0.000000 20000.000 0 0.000000

8639.9998428 59.9999853154 120.000000

COHEFICIENTE DE EXPANSIN TERMICA

1.17E-05

9.90E-10

1883878.98 MODULOS DE ELASTICIDAD DE DIFERENTES MATERIALES Tn/m Kg/m

ACEROA36 2100000 21000000 21000000000

A514 2039432 20394320 20394320000A615 Gr60 2038901.9 20389019 20389019000

110 157321.32723 1573213.2723 1573213272175 198431.34833 1984313.4833 1984313483210 217370.65119 2173706.5119 2173706512280 250998.00796 2509980.0796 2509980080245 234787.13764 2347871.3764 2347871376350 280624.30401 2806243.0401 2806243040

ZAPATAS 900000000

MADERA

EUCALIPTO 100000 1000000 1000000000PINO OREGON 41000 410000 410000000ROBLE 125000 1250000 1250000000CIPRES 48000 480000 480000000RARO 725000 7250000 7250000000

CRISTAL VIDRIO 700000 7000000 7000000000

OTROS

Material-01 4078.865 40788.65 40788650Material-02 5608.439 56084.39 56084390albaileria 20000 200000 200000000Material-04 0 0Material-05 0 0Material-06 0 0Material-07 0 0Material-08 0 0Material-09 0 0Material-10 0 0

Kg/cm

CONCRETO ARMADO

MODULOS DE ELASTICIDAD DE DIFERENTES MATERIALES kilopascal Mpa pascal lbs/pie lbs/pulg (Psi)

205939650 205939.7 205939650000 4301138100 29869014.0199999958.228 200000.0 199999958228 4177085085 29007534.7

199947973.1764 199948.0 199947973176 4175999354 28999995.015427951.93636 15428.0 15427951936.36 322219406.89 2237634.719459467.82099 19459.5 19459467821 406419348.83 2822356.521316778.9652 21316.8 21316778965.2 445210090.32 3091736.7

24614496.14763 24614.5 24614496147.63 514084331 3570030.023024752.83313 23024.8 23024752833.13 480881858.61 3339457.327519843.30901 27519.84 27519843309.0 574763755.12 3991414.8881698

9806650 9806.7 9806650000 204816100 1422334.04020726.5 4020.7 4020726500 83974601 583156.9

12258312.5 12258.3 12258312500 256020125 1777917.54707192 4707.2 4707192000 98311728 682720.3

71098212.5 71098.2 71098212500 1484916725 10311921.568646550 68646.6 68646550000 1433712700 9956338.0

400000.0145225 400.0 400000014.5225 8354172.2173 58015.1549999.9831935 550.0 549999983.1935 11486986.031 79770.7

1961330 1961.3 1961330000 40963220 284466.80 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.0

MODULOS DE ELASTICIDAD DE DIFERENTES MATERIALES Fy Fu POISSONStn/pie Tn/pulg Ksi tn/m3 tn/m42150570.1 14934.5112 29869.03 25200.00 33600.00 0.26

2088543.562 14503.7714503 29007.552088000.6967 14500.00155298 29000.01161109.78211 1118.817677833 2237.64203209.77363 1411.17866384 2822.36222605.15384 1545.86877371 3091.74 0.20257042.29099 1785.015505267 3570.03 0.15240441.0467 1669.729112697 3339.46

287382.0 1995.708005334 3991.41699 39914.170.05

102408.1 711.1672 1422.33 0.3041987.321 291.578552 583.16 0.30

128010.125 888.959 1777.92 0.3049155.888 341.360256 682.72 0.30

742458.725 5155.9622 10311.93 0.30716856.7 4978.1704 9956.34

4177.0881481 29.0075500123 58.025743.4958196 39.8853786 79.77

20481.62 142.23344 284.466950 0.2500000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.00

COHEFICIENTE DE EXPANSIN TERMICA

1.17E-05

9.90E-10

INFINITAMENTE RIGIDA0.71 0.038

18.6842105

fc= 210 Kg/cm2MOMENTO 0.53 tn-m

FY= 4200 Kg/cm2d= 17 cmb= 10 cma= 2.066

6.79

200162

2.6

or

10.815

0.304167

espesor medio escalera

As a=0.878 2.066

CUANTIA 0.00517 ok

0.0033333333 >0.0027602622

minima 0.00333

maxima sismicidad baja alta cismicidad

Ln= 3.7t= 18.50 14.80usa t= 15 cm CAMBIARpaso P= 30 cmcontrapaso Cp= 18 cm

0.86

Hm= 26.49 cm

0.6360.1000.736

5.1487745

4.8252.3651960784

cos=

c= 210 Kg/cmFy= 4200 Kg/cm As max=As= 7.5 As min=

peralte H= 70 cmb 20 cm varilla min

FALLA FRAGIL 0.0058 0.0213 nada

d= 64.2538 cm1= 0.8500

cm

= b= min=

BAJA SISMICIDAD ALTA SISMICIDA 20.48cm 13.65cm4.28cm 4.28cm

estribo = 3/8"estribo = "

BAJA SISMICIDAD ALTA SISMICIDA

RESULTADO

nada nada

nada nada nada nada nada nada

0.0159 0.0106 FALLA DUCTILok ok

FALLA IDEAL

para vigas simplementa armadas

PORTICO Y3CARGA MUERTA CARGA VIVA 50

1NIVEL 2.48 1.03 1002NIVEL 2.48 1.03 1503NIVEL 2.19 0.41

0.30.01485

0.0198 0.005390.2722222222

3.6734693878

0.713 0.046 15.5 cm0.713 0.071 10.0 cm0.713 0.046 15.5 cm0.713 0.033 21.60.713 0.025 28.50.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!

constante estribos de 3/8"

cortante obtenida del sap

separacion maxima de estribos

1.27 0.096 13.2 cm1.27 0.071 17.9 cm1.27 0.046 27.6 cm1.27 0.033 38.51.27 0.025 50.81.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!

constante estribos de

3/8"

cortante obtenida del

sap

separacion maxima de

estribos

vigasmodulos de elasticidadmodulos de elasticidad (2)calculo acero longSIMPLEMENTE ARMADASdist estribos

Documents

Formulario de Vigas